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105 views565 pagesStaad Foundation
Uploaded by
Dewi CuantikCopyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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STAAD Foundation Advanced
CONNECT Edition Update 3 (v8.3)
Verification Manual
Fy Bentley
Last Updated: December 28, 2017 Table of Contents
Preface: Introduction 5
Chapter 1: Australian Code (AS3600-2001[AMnd 2004]) vessesnsenensesssnsesssees
LI ASsolated Foundation 1 6
12 AS solated Foundation 2 9
13 AS Combined Foundation 1 v9
14 AS Combined Foundation 2 nnn can
Chapter 2: British Code (BS8110-1-1997) .. 28
2.1 BStsolated Foundation 1 28
2.2 BSIsolated Foundation2 Mt
23 BStsolated Foundation 3 38
24 — BS Isolated Foundation 4 45
2.5 BS Isolated Foundation 5 SI
2.6 BS Isolated Foundation 6 61
2.7 BSIsolated Foundation 7 70
2.8 BS Combined Foundation 1 7
2.9 BS Combined Foundation 2 as
2.10 BS Mat Combined Foundation 91
2.11 BS solated Foundation with Eccentricity 101
Chapter 3: Canadian Code (CSA A23.3-2004) ..
3.1 CSA General Isolated Foundation 1 ..
32 CSA General Isolated Foundation 2
seseeseeneserneseee LO
uo
116
3.3. CSAsolated Foundation 3 .. 22
34 CSAsolated Foundation 4. 23
35 CSAsolated Foundation 5 .. 130
3.6 CSAllsolated Foundation 6 139
3.7 CSAlsolated Foundation 7 im lA7
38 CSAllsolated Foundation 8 156
3.9 CSAPilecap Foundation 1
ns 164
3.10 CSA Combined Foundation 1.
sw 172
Chapter 4: Indian Code (IS 456 -2000) 175
4.1 IS Isolated Foundation 1 175
4.2 IS solated Foundation 2 179
43 IS Isolated Foundation 3 183
44 IS Isolated Foundation 4 187
4.5 IS Isolated Foundation 5 190
4,6 IS Isolated Foundations 6 194
4.7 IS Isolated Foundation 7 198
48 15 Combined Foundation 1 207
49 1S Combined Foundation 2 212
STAAD Foundation Advanced 2 Verification Manual 4.10
411
412
4.13
414
415
IS Combined Foundation 3
IS Combined Foundation 4
IS Pilecap Foundation 1 .
IS Pilecap Foundation 2 ..
IS Mat Combined Foundation 1 ses
IS Ribbed Combined Foundation 1 .
Chapter 5: United States Code (ACI 318 ~ 2005) sesseseeseussaeuenatusiaesnatsnatisnatenaeseesess 2B
sl
52
53
34
53
56
37
58
59)
5.10
Sl
512
5.13,
sd
S15
5.16
Chapter 6: European Code (Eurocode EC2) ..
61
62
63
64
Chapter 7: Deadman Anchors (ACI 318 8 2005)
nM
72
13
14
Chapter 8: Drilled Pier Foundations .
81
82
83
84
85
86
Chapter 9: Plant Foundations
9.
92
93
94
98
US Isolated Foundation 1
US Isolated Foundation 2
US Isolated Foundation 3
US Isolated Foundation 4
US Isolated Foundation 5
US Isolated Foundation 6
US Isolated Foundation 7
US Isolated Foundation 8
US Isolated Foundation 9
US Pedestal Design 1
US Combined Foundation 1
US Combined Foundation 2
US Pilecap Foundation 1
US Pilecap Foundation 2
US Pilecap Foundation 3
US Mat Combined Foundation 1 vm
EN Combined Foundation 1
EN Combined Foundation 2
EN Isolated Foundation 1
EN Isolated Foundation 2
Deadman Guy Anchor 1 ..
Deadman Guy Anchor US 2
Deadman Guy Anchor US 3
Deadman Guy Anchor US 4
Drilled Pier Foundation 1 API 428
Drilled Pier Foundation 2 API 433
Drilled Pier Foundation 3 FWA 438
Drilled Pier Foundation 4 FHWA 443
Drilled Pier Foundation 5 Vesic 448
Drilled Pier Foundation 6 Vesic 452
Vertical Vessel Foundation Design 1 nm. 458
Vertical Vessel Foundation Design .. 467
Vertical Vessel Foundation Design 3 477
Vertical Vessel Foundation Design 4 umn 485
Vertical Vessel Seismic Load Generation 1 .. 494,
STAAD Foundation Advanced 3 Verification Manual 96
97
98
99
9.10
9.1L
9.12
9.13
9.4
9.15
9.16
9.17
9.18
9.19
9.20
921
9.22
Chapter 10: Technical Support
Vertical Vessel Seismic Load Generation 2
Vertical Vessel Seismic Load Generation 3
Vertical Vessel Seismic Load Generation 4
Vertical Vessel Seismic Load Generation 5
Vertical Vessel Seismic Load Generation 6
Vertical Vessel Seismic Load Generation 7
Vertical Vessel Seismic Load Generation 8
Vertical Vessel Seismic Load Generation 9
Vertical Vessel Wind Load Generation 1 sn:
Vertical Vessel Wind Load Generation 2 su.
Vertical Vessel Wind Load Generation 3 sun
Vertical Vessel Wind Load Generation 4 sun
Horizontal Vessel Applied Loads 1
Horizontal Vessel Applied Loads 2
Horizontal Vessel Applied Loads 3
Horizontal Vessel Pile Cap Foundation 1
Horizontal Vessel Pile Cap Fou
List of Figures
List of Tables
STAAD Foundation Advanced
dation Eecentricity 1
495
496
497
499
500
501
502
502
503
505
506
508
509
516
523
525
537
sustseeneseenesssnssnsssenesenstssenesessesesss SAD
Verification Manual Introduction
‘This document is intended to use as a hand calculation reference for STAAD Foundation Advanced verification
problems. These verification problems files can be found under Example > Verification on the Start Page.
Each section in this manual represents either specific design code (e.g, AS3600-2001) or particular foundation
type (eg, Dead Man Anchor Guy Foundation).
At end of each hand calculation a comparison table between hand calculations and program results is provided
for various output parameters like bearing pressure, overturning and sliding factor of safety, shear force, etc.
STAAD Foundation Advanced 5 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
1.1 AS Isolated Foundation 1
Problem
Design an isolated footing with the given data: Load Fy = 450 KN, Fx= 5 KN, Fa-= 5 KN, fe= 25 MPa fy = 450 MPa,
‘Column Dimension = 4 00 mm x 4 00 mm, and Bearing Capacity of Soil = 120 kN/m?. Coefficient of friction =0.45,
FOS against sliding =1.5, and FOS against overturning =1.5. Height of soil above footing = 500 mm, GWT is 10 00
mm from Gl
Surcharge= 10 kN/m?
STAAD Foundation Advanced 6 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS isolated Foundation 1
Elevation
[- x 125m
Zz
04m
04 my &
3
=
25m
Plan
Figure 1: Australian code General isolated foundation
Approximate area of footing required = 450/120 m?= 3.75 m=
Assuming 2.5 mx 2.5 m x 0.400 m footing dimension,
Weight of footing = 2.5 x 2.5 x 0.400 x 25 KN = 62.5 kN
Weight of pedestal = 0.4 x 0.4 x 0.8 x 25 KN = 3.2 kN
Weight of above soil = (2.5 x 2.5 - 0.4 x 0.4) x 0.500 x 18 KN = 54.81 kN
‘Load from surcharge = (2.5 x 2.5 - 0.4 x 0.4) x 10 kN = 60.9 kN
Reduction of Weight due to buoyancy = 0 kN
Therefore, total load on the footing, Pl = (450 + 62.5 + 54.81 + 60.9 + 3.2) KN = 631.41 kN
‘Total load on the footing (for stability check) , P2 = (450+ 62.5 +5 4.81 +3.2) KN= 570.51 kN
Mx= 5x L.2kN m= 6 kNm
STAAD Foundation Advanced 7 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS Isolated Foundation 1
‘Mz =-5 x 1L.2kN.m=-6kNm
Ux = Za = 2.5 * 2.52 16 = 2.60417 m?
estat
BER RE
6 é
Zar
So, maximum pressure = 105.634 kN/m*
a6 6
Baxa5 ~ BAM ~ ROA =
minimum pressure = )6.A176 N/m?
max, pressure, 105.634 kN/m? < 120 kN/m? (Hence safe)
min, pressure, 96.4176 kNim? > 0 (Hence safe)
Critical load case and the governing factor of safety for sliding
Along X Direction
Sliding force = 5 kN
max Resisting force = p x Total Service load on foundation
‘Total dead load of service stato on foundation = 631.41 - 60.9 = 570.51 kN
Hence Max Possible Resisting Sliding force = 0.45 570.51 = 256.729 kN
FOS Sliding = 256.729/5 = 51.3458 > 1.5
Hence OK
Along Z Direction
Sliding force = 5 kN
max Resisting force = x Total Service load on foundation
Hence Max possible Resisting Sliding force = 0.45 x 570.51 = 256,729 kN
FOS Sliding = 256.729/5 = 51.3458 > 1.5
Hence OK
Along Resultant Direction
Sliding foree = 57457 = 7.071 kN
max Resisting force = x Total Service load on foundation
Hence Max possible Resisting Sliding force = 0.45 x 570.51 729 kN
FOS Sliding = 256.729/7.071 = 36.8073 > 1.5
Hence OK
Critical load case and the governing factor of safety for overturning
WRYZ Direction
Overturning Moment = 6 kNm
Max Resisting Moment = 0.5 x 2.5 x 570.51 =
FOS Sliding =
13.187 kNm
13,1376 = 118,856 > 1.5
Hence OK
STAAD Foundation Advanced 8 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS Isolated Foundation 2
Overturning Moment =0
Max Resisting Moment =
FOS Sliding = 713.137/6 = 118.856>1.5
Hence OK
Comparison
Table 1: Australian verification example 1 comparison
Value of Reference Result | STAAD Foundation Result Percent Difference
General Mode Toolkit Mode
Bearing Pressure, | 105.634 105.6336 105.6281 Negligible
N/m?
Resisting force for [256.729 256.730 256560 Negligible
sliding (2), KN
Resisting Moment [713.137 713.12 71227 Negligible
for Overturning (2),
kNm
Resisting force for [256.729 256.730 256.560 Negligible
sliding (2), kN
Resisting Moment [713.137 713.2 71327 Negligible
for Overturning (x)
ken
1.2 AS Isolated Foundation 2
Problem
Design an isolated footing with the given data: Load Fy = 1,500 kN, Mz=50 kNm, Ms
450 N/m?m, Column Dimension = 600 mm x 600 mm, and Bearing Capacity of Soi
friction =0.5, FOS against sliding =1.5, and FOS against overturniny
Design)
0 Nm, fe = 25 N/m?, fy
= 150 kN/m?, Coefficient of
S (Include SW Net Pressure for Factored
STAAD Foundation Advanced 9 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS isolated Foundation 2
oF
2m
Plan
Figure 2: Plan and Elevation
Approximate area of footing required = 1,500/150 m? = 10.0 m?
Assuming 4.0 m x 4.0 mx 0.6 m footing dimension,
Stress at four corners (service condition)
1 = VIA~MxiZx + MaZx
02 = VIA = Mx - MalZz
03 = VIA + Mxldx - Meld
04 = VIA + Mxldx + MalZz
Total Vertical Load on soll
Self wt of footing = (4 m x 4 m) (0.6 m) (25 kNim®) = 240.0 kN
Self wt of pedestal = (0.6 m x 0.6 m) (0.8 m) (25 kNim®) = 7.2 kN
Weight of soil = 0.5 m (4 m x 4m - 0.6 mx 0.6 m)(18 kN/m®) = 140.76 kN
Column reaction load = 1,500 kN
STAAD Foundation Advanced 10 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS Isolated Foundation 2
‘Total Vertical load V = 1,887.96 kN
Za =Z X26 = 4x 4416 =10.67 ms
Bx = Z °X26 = 4 x 47/6 =10.67 m?
‘Mx= 50 kNm
‘Mz =50kNm
VIA - MxlZx + MalZa = 117.9975 KNim?
02 = VIA - Mx/Zx - MzlZz = 108.6225 kNIm?
08 = VIA + MxlZx - MaZz = 117.9975 kNim?
of = VIA + Mxlx + Mall = 127.8725 kN/m?
Max stress = 127.9975 kN/m? <150 kN/m?
Hence safe
Critical load case and the governing factor of safety for sliding
Along X Direction
Sliding force = 0
max Resisting force = y x Total Service load on foundation
KN
5 (1,887.96 KN) = 943.98
Hence OK
Along Z Direction
Sliding force =0
max Resisting force = p x Total Service load on foundatior
KN
5 (1,887.96 kN) = 943.98
Hence 0K
Critical load case and the governing factor of safety for overturning
Along X Direction
Overturning Moment =50 kNm
5m) -(,
Hence FOS = 3,775.92/50 = 75.52 > 1.5
max resisting Moment = 17.96 KN) = 3,778.92 kNm
Hence OK
Along Z Direction
Overturning Moment =50 kNm
‘max resisting Moment = 0.5 - (4 m) - (1,887.93 kN) = 3,775.92 kNm.
Hence FOS = 8,775.92/50 = 75.62 > 1.5
Hence OK
STAAD Foundation Advanced eet Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS Isolated Foundation 2
Factored Design
Axial Load = 387.96 kN + 1.4(1,500 kN) = 2,487.96 kN
MX =1.4x 50 =70 kNm
Mz=14x5
0 kNm,
01 = VA - Madx + Ma/Zz = 155.4975 kN/m?
02 = VIA - Mx/Zx - MzlZz = 142.8729 kNIm?
08 = VIA + MxiZx - MzvZz = 185.4975 kNim?
04 = VIA + MxlZx + MalZz = 168.6221 kNim?
Check for Trial Depth against moment about Z Axis
Average Base Pressure along one edge = 162.06 kN/m? (left end)
Average Base Pressure along other edge = 148.936 kN/m? (right end)
Approximate Base Pressure at the left critical section = 156.49 kN/m?
Approximate Base Pressure at the right ertical section = 154.52 kN/m?
Hence, the moment at the left critical section Mu (Left) = (162.06+156.49)x0.5x1. ctx
(156.49+2%162.06)x1.7/(Sx(156.49+162.06)) = 926.025 kNm
48, 986+ 154,52)x0.5ic1. Prd (154.52+2x148.936)x1.7/
the moment at the right critical section Mu (Right)
(@x(154.52+148.936)) = 871.83 KNin
So max moment with respect to the Z axis, Mu(Z) = 926.025 hNin
Now, Reducing for self weight, Mu(Z) = 785.8743 KN
STAAD Foundation Advanced 2 Verification Manual Australian Code (AS3600-2001[AMnd 2004])
AS Isolated Foundation 2
4000
1700 1700
_|
148.936
Assuming 50 mm clear cover and 12 mm bar, effective depth
ddegr= (600 - 50 - 1.5 x 12) mm = 682 mm
0555
y= 0.85 - 0.007(fe - 28) = 0.871 (Take y= 0.85 per Clause 8.1.2.2
Kamas = 0-4 (Clause 8.1.3)
Ku= 0.34 -y -(1-0.2 -y)=0.24
Rumax = 0.85 “fe -Y “Kamas “(1 - Kumas /2)
Mamax = 9 [Romax “b -€2] = 8,523,988 kNm
Mu